Research Article Shear Behavior of Corrugated Steel...

Research ArticleShear Behavior of Corrugated Steel Webs inH Shape Bridge Girders

Qi Cao,1 Haibo Jiang,2 and Haohan Wang2

1State Key Laboratory of Coastal and Offshore Engineering, Dalian University of Technology, Dalian 116024, China2School of Civil and Transportation Engineering, Guangdong University of Technology, Guangzhou 510006, China

Correspondence should be addressed to Haibo Jiang; [email protected]

Received 29 January 2015; Accepted 16 March 2015

Academic Editor: George Tsiatas

Copyright © 2015 Qi Cao et al. This is an open access article distributed under the Creative Commons Attribution License, whichpermits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

In bridge engineering, girderswith corrugated steel webs have showngoodmechanical properties.With the promotion of compositebridge with corrugated steel webs, in particular steel-concrete composite girder bridge with corrugated steel webs, it is necessaryto study the shear performance and buckling of the corrugated webs. In this research, by conducting experiment incorporatedwith finite element analysis, the stability of H shape beam welded with corrugated webs was tested and three failure modes wereobserved. Structural data including load-deflection, load-strain, and shear capacity of tested beam specimens were collected andcomparedwith FEManalytical results byANSYS software.The effects of web thickness, corrugation, and stiffening on shear capacityof corrugated webs were further discussed.

1. Introduction

The corrugated steel web girder bridges have begun to bebuilt since 1980s in France and Japan and have been gainingincreasingly interest and implementation since then. Theoriginal flat steel plates were manufactured to corrugatedshape and used as webs in bridge girders. By using corrugatedsteel webs, the thickness of the web could be reduced andreinforcement of stiffener can be avoided, resulting in eco-nomical benefits and life span improvement.

Compared with prestressed concrete girders, at the samecross section layout, by using corrugated steel web box girder,it can reduce the weight of web and greatly improve the effi-ciency of the prestressing and material utilization since websare under pure shear state while flanges are under flexuraldeformation [1, 2]. Compared to traditional flat steel platewebs, it is also a competitive way to use corrugated steel websin girder bridges because it provides lateral restraint and sta-bility to the girders and reduces stiffening welding process aswell as construction time [3].

Research in corrugated web girder bridges has been pri-marily focused on buckling analysis of webs. Li and Guo [2]considered the effects of initial geometric imperfection andused ANSYS to analyze the corrugated steel web beams. The

results showed that the shear capacity of corrugated steelweb was superior to ordinary steel I-beam. Abbas et al. [4]proposed practical calculation equation for buckling strengthof the corrugated steel web and conducted FEM analysis tocompare the results with the theoretical results for validation.Gil et al. [3] studied effects of various parameters on bucklingstrength and put forward a formula for buckling strengthdesign suitable for three buckling modes. Through investiga-tion, Song et al. [5] found that, with the increase of heightof corrugation, it tended to change from whole bucklingto local buckling mode. Also, shear capacity resulted frombuckling increases as web thickness increases. Zhou et al. [6]discussed the instability mechanism of corrugated steel webby experimental investigation andproposed coefficient valuesused forwhole bucklingmode of webs. It provided theoreticalbasis for design and calculation of the thickness of corrugatedweb. It was summarized in [7] that there are three types ofshear buckling in trapezoid corrugated webs including localbuckling, global buckling, and interactive buckling. It wasalso proposed to combine the buckling calculation equationon the basis of theoretical analysis and parameter study. Inaddition, the accuracy of proposed formula was discussedand compared with experimental data. It was reported in thestudy byMoon et al. [8] that the buckling strength of I-girder

Hindawi Publishing CorporationMathematical Problems in EngineeringVolume 2015, Article ID 796786, 15 pageshttp://dx.doi.org/10.1155/2015/796786

2 Mathematical Problems in Engineering

Figure 1: Experimental supports.

330 270 330 270

336

200

Figure 2: Schematic view of Type 1200 corrugated shape (unit: mm).

Stiffener

Stiffener

Stiffener

Stiffener

Plain webs

Corrugated webs

Neutral axis

Neutral axis

Figure 3: Layout of web and stiffener.

with corrugation could be increased to maximum 10% withincreasing corrugation angle.

Despite that the parameters effect and design equationshave been studied in corrugated steel web girder bridges,experimental studies regarding shear buckling and failuremodes as well as the comparison between FEM and exper-iment are quite limited.

2. Experimental Program

2.1. Specimen Design. It is necessary to design specimen sizeaccording to the testing instrument in order tomake sure thatspecimens can be tested on the loading platform. Loadingplatform is square shaped with a size of 1200mm × 1200mm.The bearings are shown in Figure 1, in which the base platesize is 500mm × 230mm.

According to the hot rolled H shaped steel and cut T sec-tion steel [9], the narrow flange shape steel has good flexuralbearing capacity. Flange width is 150mm and the height towidth ratio of HN series in H shaped steel is 1 : 2 to 1 : 3.3.Welding H-type steel section height of 350mm is used. Con-tinuous dihedral angle seam welding was adopted in thisstudy. Type 1200 corrugated steel shapewas used according toshear folding processing requirements as shown in Figure 2.The corrugated web scale ratio of 1 : 5 was determined andthickness of web was chosen as 2mm and 3mm.

Supporting stiffener in the specimen support is arrangedin pairs. According to specimen design, ultimate bearingcapacity of steel beams is expected to be 310KN and theminimum thickness of stiffener 𝑡 = 9.6mmwhich is roundedup to 𝑡 = 10mm.The layout of web and stiffener is shown inFigure 3. Three wavelengths were designed along the longi-tudinal beam layout. The ripples in the beam at the loadingpoint were set on the longitudinal axis and no ripple isdesigned at supports. Transverse stiffener was arranged sym-metrically on both sides of web as shown in Figure 3.

The flexural capacity of corrugated web steel girder speci-men is provided by the upper and lower flanges theoretically.In order to increase its flexural capacity, supporting stiffenerswere used as shown in Figure 4. From Figures 3 and 4,according to the design, the thicknesses of stiffeners 1, 2, and3 are all 10mm, with three wavelengths of 720mm. Specimentotal longitudinal length 𝐿 = 816mm and the effective length𝑙 = 768mm. Elevation view and cross section views at endat bearing are shown in Figure 5. The corrugated webs andplain webs in H shape steel girder are shown, respectively, inFigures 5(a) and 5(b).

2.2. Specimen Fabrication. Five welded H shape steel girderspecimens were fabricated in a factory as shown in Figure 6.The parameters of steel materials that were used as the web,stiffener, and flange are listed in Table 1. Shear folding processwas chosen tomanufacture corrugated shape web from 2mm

Mathematical Problems in Engineering 3

Stiffener 1Stiffener 2

(a) Left end

Stiffener 3 Stiffener 1

(b) Right end

Figure 4: Details of specimen ends with stiffeners.

48 48360 360

816

350

150 150

330

330

1010 10

10

(a) Corrugated web

48 48360 360

816

1010

1010

330

330

150 150

350

(b) Plain web

Figure 5: Elevation and cross section views of H shape steel girder (unit: mm).

and 3mm steel plate. The shear folding process is shown inFigure 7. A complete wavelength of ripples can be formedafter four punching shearing processes.

The rust was removed by usingmanual grindingmachineespecially in the welding fillet between web and flange area to

prevent strength reduction. The specimen after derusting isshown in Figure 6(b). Corrugated size and shape are shownin Table 1 and Figure 8.

To control the manufacturing error of eccentricitybetween web and centerline of flange, semiautomatic gas


Table 1: The characteristic parameters of specimen (Unit: mm).

Label Specimen length Web Ripple parameters Ripple type Stiffener typeHeight Thickness 𝑎 𝑏 𝑐 𝑑

C3F 816 330 3 66 54 66 40 Trapezoid FullC3H 816 330 3 66 54 66 40 Trapezoid HalfC2F 816 330 2 66 54 66 40 Trapezoid FullC2H 816 330 2 66 54 66 40 Trapezoid HalfP3F 816 330 3 — None FullNote: C and P represent corrugated steel webs and plain steel webs, respectively; 3 and 2 represent 3mm and 2mm thick webs, respectively; F and H representtypes of stiffener which are full stiffener restraint and half stiffener restraint, respectively.

(a) Cutting (b) Rust removal

Figure 6: Steel raw materials.

Figure 7: Corrugated webs after shear forming.

t

d

a ab b

Figure 8: Corrugation profiles of specimen.

shielded welding seams were adopted as the welding proce-dure. As a result, ER50 type welding wire and 5mm leg size infillet weld leg is used to avoid shrinkage inwelding line duringthe cooling process. The welded girder specimens are shownin Figure 9.

2.3.Material Properties. In order to test themechanical prop-erties of the steel materials, yield strength, elongation andpoisson’s ratio, and elastic modulus were tested in accordancewith Chinese testing standards. Mechanical properties speci-mens were sampled by using plasma cutting from corrugatedsteel girder specimens. The sampling positions are at web,flange, and the stiffener. Three groups of specimens weretaken according to the thickness of the steel 𝑎 = 2mm, 3mm,

and 10mm.The coefficient 𝑘was taken as 5.65 for scaled spec-imens. The sample size with dimensions as well as photos ofspecimens is shown in Figure 10.DDL100 electronic universaltestingmachine was used to conduct the tensile property test,as shown in Figure 11.

All specimens showed “necking” after strain hardeningas shown in Figure 12(d). Specimens with 2mm and 3mmthickness showed 45∘ fracture failure, presented in Figures12(a), 12(b), 12(c), and 12(f). In addition, 10mm thicknessspecimen presented zigzag shape fracture failure as shownin Figures 12(e) and 12(g). The tested properties of tensilecoupons are shown inTable 2.The values in Table 2were usedas reference data for the material constitutive relation in FEanalysis.


Figure 9: Diagram of specimen.

166

30 15 76 15 30

20 36 20

30

5

15 20 R25

150

30 15 60 15 30

8 44 8

30

5

15 20 R25

198

30 15 108 15 30

14 80 14

30

5

15 20 R25

Figure 10: Configuration and photos of tensile specimens.

2.4. Test Setup. Three-point bending test was conducted oncorrugated web specimens. Two simple supports were placedon both ends with one single point load in the middle. Testsetup is shown in Figure 13. Strain gages and linear variabledisplacement transducers (LVDT) were attached on thespecimen to collect strain and displacement data during thetest. The data were collected by TDS-530 static DAQ testingsystem. Figure 14 shows the elevation view and labeling ofweb plates.

3. Results and Discussions

3.1. Failure Modes. Two different buckling modes consistingof local and global buckling were observed in the test. Localbuckling is defined as follows: at a certain load, a single folded

plate forms a buckling but does not spread to adjacent foldedplate. On the other hand, under a specified load, if bucklingwas formed in more than one corrugated plate, it is consid-ered as the global buckling.

Almost all of the buckling in the test was local bucklingexcept for specimen P3F. However, it should be noted that thelocal buckling is almost always followed by the global buck-ling especially for the 2mm thickness welding corrugatedwebs specimens.Three different failure modes were observedin the test and were classified in Tables 3 and 4 and Figure 15.

3.2. Load-Deflection Relationship. Load-deflection curves ofspecimen C3F and C3H are in Figures 16 and 17. Verticaldeflection was only 1.78mm before buckling and reached2.80mm after buckling suddenly. It continued to increase


Table 2: Properties of tensile test.

Label Yield strength(MPa)

Tensile strength(MPa)

Yielding totensile ratio

Elastic modulus(×105 MPa)

Poisson ratio𝜇

Elongation (%)

2-1 342.915 398.926 0.86 1.805 0.23 28.02-2 337.086 404.073 0.83 1.862 0.19 28.82-3 342.074 392.159 0.87 1.860 0.22 30.03-1 339.177 418.110 0.81 2.030 0.24 30.03-2 345.123 404.086 0.85 2.031 0.25 30.43-3 341.663 421.652 0.81 2.032 0.23 32.610-1 302.755 429.751 0.70 2.059 0.28 27.810-2 306.785 444.722 0.69 2.059 0.27 28.010-3 299.058 425.141 0.70 2.059 0.26 27.4

Table 3: Failure mode classification.

Mode Description of failure

A One fold plate of webs was buckled first. As load increased, the buckling line appeared along 60∘ at upper leftcorner or bottom right corner, resulting in buckling of adjacent fold plate.

B One fold plate of webs close to top flange was buckled first and then it approached to middle stiffener. As loadincreased, buckling was developed to flanges longitudinally. Finally the area between flange and webs buckled.

C Web was buckled along the diagonal direction between two adjacent stiffeners and then both sides of thespecimens buckled continuously.

Figure 11: DDL100 electronic universal testing system.

Table 4: Failure modes and shear capacity of specimens.

Label Shear capacity𝑉max

Failure mode

C3F 296.25 AC3H 288.35 AC2F 205.40 BC2H 197.50 BP3F 244.90 C

until getting close to 7.3mm at ultimate load, finally reach-ing 10mm displacement at 0.85 ultimate shear capacities.Figure 17 indicated that the similar load-displacement rela-tions for specimen C3H with displacement before buckling,

after buckling, and atmaximum load and final load are equiv-alent to 2.06mm, 3.36mm, 7.12mm, and 10mm, respectively.

Load-deflection curve of specimen P3F is shown inFigure 18. Compared with specimen C3F, load decreases con-tinuously after buckling. Vertical deflection was close up to8mm in the end when loading was stopped at relatively largedeflection of top flange.

Figure 19 shows load-deflection curve of specimen C2F. Itwas observed from test that despite weld filler material drop-ping continuously at 71.10 kN, deflection of the specimenswas kept increasing. Deflection increased to about 8mm afterbuckling until the final load which is about 71.2% of maxi-mum load. In contrary, specimens C2H showed quite differ-ent load-deflection relationship in Figure 20. At 110.6 kN,webbuckling appeared and specimen deflection increased from1.68mm to 2.68mm. After that, shear stiffness changes dra-matically.When folded plate buckling occurred for all foldingplates, load dropped to 51% of the maximum load suddenly.

3.3. Load-Strain Relationship. Strain gages were installed onthe folded plates in the girder specimens. The collected loadand strain data were presented in load-microstrain curvesfor the specimen C2F, which were the typical case for allspecimens. As shown in Figure 21, all the folded plate reachedyielding strain above 2000𝜇𝜀. It also showed yielding plateaufor all tested folding plates presented in Figure 21.These wereconfirmed by the buckling phenomena observed in the test.

4. FEM Analysis and Parameters Study

The effect of parameters on ultimate load capacity was inves-tigated by using finite element analysis. It included web thick-ness, web height, flange width, and yield strength of steel.


(a) 2mm specimen (b) 2mm specimen (c) Fracture failure

(d) Necking (e) Fracture failure (f) 2mm specimen failure mode

(g) 10mm specimen failure mode

Figure 12: Failure modes of tensile specimens.

Figure 13: Test setup.


Transverse stiffener Transverse stiffenerFlange

Flange

A B C D E F G H I J

Figure 14: Elevation view of the web.

F

Buckling lineBuckling line

(a) Mode A

F

Buckling line

(b) Mode B

F

Buckling line

(c) Mode C

Figure 15: Failure modes.

0 2 4 6 8 10 12

0

50

100

150

200

250

300

Load

(kN

)

Deflection (mm)

C3F

Figure 16: Load-deflection curve of C3F.

0 5 10 15 20

0

50

100

150

200

250

300

Load

(kN

)

Deflection (mm)

C3H

Figure 17: Load-deflection curve of C3H.


Table 5: Effect of web thickness on shear capacity.

Label Thickness (mm) Elastic modulus (×105 MPa) Experimental (kN)C2F 1.77 1.860 205.40C3F 2.50 2.031 296.25C2H 1.77 1.860 197.50C3H 2.50 2.031 288.35

0 2 4 6 8 10 12

0

50

100

150

200

250

Load

(kN

)

Deflection (mm)

P3F

Figure 18: Load-deflection curve of P3F.

0 2 4 6 8

0

50

100

150

200

Load

(kN

)

Deflection (mm)

C2F


4.1. ANSYS Modeling Setup. Geometrical and material non-linearity were both considered in FEM in structural stabilityanalysis. Triple-line stress-strain relation of steel was adoptedin the analysis, and shell element 181 with 4 nodes was usedto establish the corrugated web H shape steel girders as wellas plain web weld H steel girder FEM analysis model.

Finite element model of the specimen is presented inFigure 22. Detailed parameters according to the material testwere listed below; for flange and stiffener, modulus of elas-ticity is 2.059 × 105MPa, poisson’s ratio is 0.27, yield strengthis 303MPa, and tensile strength is 433MPa. For 3mm web,

0 2 4 6 8 10 12 14 16 18

0

50

100

150

200

Load

(kN

)

Deflection (mm)

C2H

−2


elastic modulus is 2.031 × 105MPa, poisson’s ratio is 0.24,yield strength is 342MPa, and tensile strength is 415MPa. For2mm web, elastic modulus is 1.860 × 105MPa, poisson’s ratiois 0.22, yield strength is 341MPa, and tensile strength is398MPa.

During the manufacture of the steel girder, residual stresswill appear inevitably. Welding simulation of steel girder wascarried out by FEM and stresses distribution in web as well asin flange is shown in Figure 23.

4.2. Influence of the Thickness of Corrugated Web. Table 5shows the tested shear capacity of corrugated web specimens.By comparison, it can be found that, with the increase ofweb thickness, shear load capacity increases by 44%, and 46%for full stiffener and half stiffener reinforcement, respectively.It can be also inferred from Table 5 that corrugated webspecimens with full stiffener showed higher load capacitythan that of half stiffener, as expected. Among all, 3mm thickcorrugated web specimen with full stiffener reinforcementpresented the highest shear capacity.The effect of thickness ofcorrugated web on load capacity was studied by comparisonof FEM results with experimental results at different webthickness. Results were shown in Tables 6 and 7. It can beinferred from Tables 6 and 7 that the FE results matchedthe experimental values quite well with the maximum errorof 3.63% and minimum error of 0.95%. FEM analysis gavereliable and accurate prediction on the load capacity andload-deflection relation.

Table 8 listed the ratio of load capacity of 3mmweb speci-men to that of 2mmweb specimenboth fromexperiment and


0

500

1000

1500

2000

2500

3000

3500

0

50

100

150

200

Load

(kN

)

FrontBack

−3000

−2500

−2000

−1500

−1000

−500

Strain (𝜇𝜀)

(a) Top of fold plate F

0

50

100

150

200

Load

(kN

)

500

1000

1500

2000

2500

3000

3500

FrontBack

−3000

−2500

−2000

−1500

−1000

−500

Strain (𝜇𝜀)

0

(b) Middle height of fold plate F

0 500 1000 1500 2000

0

50

100

150

200

250

Load

(kN

)

−2000 −1500 −1000 −500

FrontBack

Strain (𝜇𝜀)

(c) Bottom of fold plate F

0 200 400 600 800 1000 1200

0

50

100

150

200

250Lo

ad (k

N)

Strain gage at fold AStrain gage at fold BStrain gage at fold C

−600 −400 −200

Strain (𝜇𝜀)

(d) Fold plates A, B, and C

Figure 21: Load-strain of specimen C2F (Typical).

Table 6: Shear capacity of full stiffener reinforcement specimens.

Specimen Thickness (mm) Elastic modulus (×105 MPa) Experimental (kN) FEM (kN) ErrorC2F 1.77 1.860 205.40 197.95 3.63C3F 2.50 2.031 296.25 293.43 0.95Note: Error = |FEM result − Experimental result|/Experimental result × 100%.

Table 7: Shear capacity of half stiffener reinforcement specimens.

Specimen Thickness (mm) Elastic modulus (×105 MPa) Experimental (kN) FEM (kN) ErrorC2H 1.77 1.860 197.50 196.16 0.68C3H 2.50 2.031 288.35 280.00 2.90Note: Error = |FEM result − Experimental result|/Experimental result × 100%.


Table 8: Comparison of load capacity at different web thickness.

Specimen 1 : Specimen 2 Ratio of web thickness Ratio of experimental result Ratio of FEM resultC3F : C2F 1.41 1.44 1.48C3H : C2H 1.41 1.46 1.43

Table 9: Shear capacity of 3mm specimen.

Specimen Wave height (mm) Fold plate width (mm) Experimental (kN) FEM (kN) ErrorP3F — — 244.90 242.54 0.96C3H 40.00 66.00 288.35 280.00 2.90C3F 40.00 66.00 296.25 293.43 0.95Note: Error = |FEM result − Experimental result|/Experimental result × 100%.

Table 10: Comparison of shear capacity with and without corrugation.

Specimen 1 : Specimen 2 Ratio of web thickness Ratio of experimental result Ratio of FEM resultC3F : P3F 1 1.210 1.209C3H : P3F 1 1.177 1.154

Table 11: Shear capacity of 2mm specimen under two restraint conditions.

Specimen Web thickness (mm) Experimental (kN) FEM (kN) ErrorC2F 1.77 205.40 197.95 3.63%C2H 1.77 197.50 196.16 0.68%Note: Error = |FEM result − Experimental result|/Experimental result × 100%.

Table 12: Shear capacity of 3mm specimen under two restraint conditions.

Specimen Web thickness (mm) Experimental (kN) FEM (kN) ErrorC3F 2.50 296.25 293.43 0.95%C3H 2.50 288.35 280.00 2.90%Note: Error = |FEM result − Experimental result|/Experimental result × 100%.

Figure 22: Finite element model of specimen.

FEM result. It shows that, under other same conditions, asweb thickness increases, the shear capacity increases. Resultsindicated that as web thickness increases 41%, the shearcapacities both from FEM analysis and test increase dramat-ically with an average of 45% increase.

4.3. Influence of Corrugation. In order to study the effect ofcorrugation on the shear capacity, specimens with corrugated

web and plain web are compared at the same web thickness.Table 9 listed experimental and analyzed results as well aserror. Table 10 presented the comparison of corrugated webspecimen with uncorrugated web specimen by giving theratio of above from test and FEM.

It can be inferred from Tables 9 and 10 that the FEresults matched the experimental values quite well with themaximum error of 2.90% andminimum error of 0.95%. FEManalysis gave reliable and accurate prediction on the loadcapacity for both corrugated and plain web H shape steelgirder specimens. It also shows that under other same con-ditions, through corrugation arrangement, the shear capacityincreases 19.4% or so for 3mm web thickness specimens.

4.4. Influence of Boundary Conditions. To study the verticalboundary condition effect on the shear load capacity, spec-imens with full stiffener and half stiffener reinforced werecompared both by FEM and experiment under the same con-ditions. The outcome was shown in Tables 11 and 12. Corre-sponding ratio of full restraint to half restraint was presentedin Table 13 for both FEM analysis and test results.

It can be obtained from Table 13 that, for the same webthickness and same corrugation conditions, the shear capac-ity of the specimen with full stiffener restraint is higher than


Table 13: Comparison of shear capacity under different restraint.

Specimen 1 : Specimen 2 Ratio of experimental results Ratio of FEM analysisC3F : C3H 1.03 1.05C2F : C2H 1.04 1.01

(a) In corrugated webs (b) In flanges

Figure 23: Residual stresses distribution.

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 2.4 2.6

0

50

100

150

200

250

300

Load

(kN

)

Deflection (mm)

ExperimentFEM

−0.2


that of half stiffener restraint. However, the increase is notsubstantial, only at about 3% on average.

Figures 24 and 25 presented the load-deflection curves byFEM and experimental results for specimen C3F and C3H,respectively. Figures 26 and 27 compared the web deforma-tion from FEM and experiment for specimen C3F and C3H.It can be inferred that the good fit between experimental andFEM results for load-deflection relationship is validated fromFigures 24 and 25. In the meantime, Figure 27 also validatedthe failure mode of specimen C3H.

4.5. Parameters Study of Web Thickness in FEM. In previousFEM analysis, the model shown in Figure 22 used web height

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

0

50

100

150

200

250

300

Load

(kN

)

Deflection (mm)−0.2

ExperimentFEM


of 330mm, elastic modulus𝐸 = 2.05×105MPa, and poisson’sratio 𝑢 = 0.3, and the yield stress is 261MPa. Seven modelswere constructedwith different web thickness from 1 to 4mmto study the effect of web thickness on load-strain behavioras well as shear capacity. The analytical results are shown inTable 14.

The buckling modes from FEM analysis with web thick-ness of 3mm and 4mm were shown in Figure 28. It canbe seen from Figure 28 that longitudinal fold plate and theinclined folded plate both buckled as they have the samewidth and the same slenderness ratio. The buckling orien-tations are similar as that of the failure mode A that wasobserved in the experiment. All other six models showed


Table 14: Shear capacity of specimens with variable web thickness.

Number 𝑡 (mm) ℎ (mm) ℎ/𝑡 (web) FEM results (KN) Load ratio1 1.0 330 330 55.49 0.2712 1.5 330 220 97.95 0.4783 2.0 330 165 146.54 0.6174 2.5 330 132 204.71 1.0005 3.0 330 110 271.80 1.3286 3.5 330 94.29 344.41 1.6827 4.0 330 82.5 424.94 2.076Note: load ratio = individual load value/load value of number 4.

Figure 26: Deformation of C3F in FEM and experiment.

Figure 27: Deformation of C3H in FEM and experiment.

the similar buckling mode. Figure 28(b) presented anotherexample of specimen with 4mm web thickness.

Figure 29 shows the analytical load-deflection curves forseven different web thicknesses using FEM. It can be seen

that as web thickness increases, shear capacity of specimenincreases. FromTable 14 and Figure 29, it shows that, with theincrease of thickness, the shear capacity increases continu-ously.


(a) 3mm thick web specimen (b) 4mm thick web specimen

Figure 28: Buckling mode.

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0

0

50

100

150

200

250

300

350

400

450

Load

(kN

)

Deformation (mm)

−50

1mm1.5mm2mm2.5mm

3mm3.5mm4mm

Figure 29: Load-deformation curves with variable web thickness.

5. Conclusions

Based on the experimental investigation and FEManalysis oncorrugated web H shape steel girder specimens in this study,the following conclusions can be drawn.

(1) Two different buckling modes consisting of local andglobal buckling were observed in the test.

(2) Results show a good fit between experimental dataand finite element analytical results for load-deflec-tion behavior.

(3) Parameters study indicated that as web thicknessincreases, shear capacity of corrugated web increases

significantly at 45% on average. Among all, 3mmthick corrugated web specimen with full stiffenerreinforcement presented the highest shear capacity.

(4) It indicated that, under other same conditions, bycorrugation arrangement, shear capacity of websincreases 19.4% or so for 3mm web thickness speci-mens.

(5) It is inferred that, under the same web thicknessand corrugation conditions, shear capacities of fullstiffener restraint are higher than that of half stiffenerrestraint condition, at about 3%.


Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper.

Acknowledgments

The financial support provided by Science and TechnologyGrant Scheme of Guangdong Transportation Department(2011-02-46) and the National Natural Science Foundationof China (Project no. 51421064 and Project no. 51208077)and The Scientific Research Foundation for the ReturnedOverseas Chinese Scholars, State Education Ministry (SRFfor ROCS, SEM #47) is gratefully acknowledged.

References

[1] L. Liu and D. Qian, “Behavior of corrugated steel webs underloading,” Journal of the China Railway Society, vol. 22, supple-ment 1, pp. 53–56, 2000 (Chinese).

[2] S. Li and Y. Guo, “Study on shearing resistance of beams withtrapezoidally corrugated webs,” Journal of Building Structures,vol. 22, no. 6, pp. 49–54, 2001 (Chinese).

[3] H. Gil, S. Lee, J. Lee, and H. Lee, “Shear buckling strength oftrapezoidally corrugated steel webs for bridges,” Journal of theTransportation Research Board, vol. 11, no. 1, pp. 473–480, 2005.

[4] H.H.Abbas, R. Sause, andR.G.Driver, “Behavior of corrugatedweb I-girders under in-plane loads,” Journal of EngineeringMechanics, vol. 132, no. 8, pp. 806–814, 2006.

[5] J. Song, H. Ren, and J. Nie, “Nonliear shear buckling analysis ofcorrugated steel webs,” Journal of Highway and TransportationResearch and Development, vol. 22, no. 11, pp. 89–92, 2005.

[6] C. Zhou, F.Wang, andQ. Song, “Theoretical analysis and exper-imental research of corrugated steel web stability,” Technology ofHighway and Transport, no. 1, pp. 54–57, 2005 (Chinese).

[7] J. Yi, H. Gil, K. Youm, and H. Lee, “Interactive shear bucklingbehavior of trapezoidally corrugated steel webs,” EngineeringStructures, vol. 30, no. 6, pp. 1659–1666, 2008.

[8] J. Moon, J.-W. Yi, B. H. Choi, and H.-E. Lee, “Lateral-torsionalbuckling of I-girder with corrugated webs under uniformbending,”Thin-Walled Structures, vol. 47, no. 1, pp. 21–30, 2009.

[9] GB/T 11263,Thehot-rolledH and cut T section, 2005 (Chinese).

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